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Composite Structures according to Eurocode 4: Worked Examples

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Descripción

The use of composite structures in construction is increasing. The optimized combination of the two materials concrete and steel produces particularly cost-efficient structures.


Características

  • ISBN: 978-3-433-03107-0
  • Páginas: 924
  • Tamaño: 17x24
  • Edición:
  • Idioma: Inglés
  • Año: 2014

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Contenido Composite Structures according to Eurocode 4: Worked Examples

The use of composite structures in construction is increasing. The optimized combination of the two materials concrete and steel produces particularly cost-efficient structures.

This book presents a large number of numerical examples with detailed explanations of the provisions of Eurocode 4. It deals with the most common structural components in building construction: beams, columns and slabs. Furthermore, comprehensive chapters provide insight into the topics of creep and shrinkage, as well as fatigue.

This book enables the reader to efficiently perform analyses of composite structures. It is a valuable reference book for professionals as well as an outstanding means for students to become familiar with the Eurocode 4.

Contents
Chapters
List of examples

Introduction


A Creep and shrinkage

A1 Determination of creep and shrinkage values


1. Purpose of example
2. Cross section
3. Input data
4. Creep coefficients
   4.1 Determination of final creep coefficient
   4.2 Determination of creep coefficient at time t = 90 days
5. Shrinkage strains
   5.1 Determination of final value of shrinkage strain
   5.2 Determination of shrinkage strain at time t = 90 days
6. Commentary

A2 Determination of creep and shrinkage values on an example composite highway bridge

1. Purpose of example
2. Cross section
3. Input data
4. Calculation of modular ratio nL for permanent action constant in time
   4.1 Calculation of modular ratio nL for permanent action constant in time at time t
   4.2 Calculation of modular ratio nL for permanent action constant in time at opening to traffic t = 63 days
5. Calculation of modular ratio nL for shrinkage and shrinkage strains
   5.1 Calculation of modular ratio nL for shrinkage and shrinkage strains at time t
   5.2 Calculation of modular ratio nL for shrinkage and shrinkage strains at opening to traffic t = 63 days
6. Primary effects of shrinkage
7. Commentary

A3 Determination of creep and shrinkage values and their effects at calculation of bending moments

1. Purpose of example
2. Static system, cross section and actions
3. Input data
4. Creep and shrinkage
   4.1 Determination of final creep coefficient
   4.2 Determination of shrinkage strain
5. Effective width of the concrete flange
   5.1 Cross section at mid-span
   5.2 Cross section at support
6. Geometrical properties of composite cross section at mid span
7. Geometrical properties of composite cross section at support
8. Effects of creep and shrinkage
   8.1 Design bending moment for internal support
   8.2 Secondary effects of shrinkage
9. Commentary

B Composite beams

B1 Effective width of concrete flange


1. Purpose of example
2. Static system and cross-section
3. Calculation of effective width of the concrete flange
   3.1 Support A
   3.2 Mid region AB
   3.3 Support region BC
   3.4 Mid span region CD
   3.5 Support region DE
4. Recapitulation of results
5. Commentary

B2 Composite beam arrangement of shear connectors in solid slab

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Ultimate limit state
   4.1 Design values of combined actions and design values of effects of actions
   4.2 Effective width of concrete flange
   4.3 Plastic resistance moment of composite cross section
   4.4 Vertical shear resistance
   4.5 Check of resistance of headed stud connectors
   4.6 Check of the longitudinal shear resistance of the concrete flange

5. Commentary

B3 Simply supported secondary composite beam supporting composite slab with profiled sheeting

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Ultimate limit state
   4.1 Design values of combined actions and of the effects of actions for the construction stage
   4.2 Design values of combined actions and of the effects of actions for the composite stage
   4.3 Check for the construction stage
       4.3.1 Selection of steel cross section
       4.3.2 Classification of the steel cross section
       4.3.3 Plastic resistance moment of the steel cross section
       4.3.4 Shear resistance of the steel cross section
       4.3.5 Interaction of M-V (bending and shear force)
       4.3.6 Lateral torsional buckling if the steel beam
   4.4 Check for the composite stage
       4.4.1 Effective width of the concrete flange
       4.4.2 Check of shear connection
       4.4.3 Plastic resistance moment of the composite cross section
       4.4.4 Lateral torsional buckling of the composite beam
       4.4.5 Check of longitudinal shear resistance of the concrete flange
             4.4.5.1 Check of transverse reinforcement
             4.4.5.2 Crushing of the concrete flange
5. Serviceability limit state
   5.1 General
   5.2 Calculation of deflections
       5.2.1 Construction stage deflection
       5.2.2 Composite stage deflection
   5.3 Simplified calculation of deflections
   5.4 Pre cambering of the steel beam
   5.5 Check of vibration of the beam
   5.6 Control of crack width
6. Commentary

B4 Calculation of simply supported composite beam according to the elastic resistance of the cross section

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Ultimate limit state
   4.1 Design values of the combined actions and of the effects of actions
   4.2 Effective width of the concrete flange
   4.3 Elastic resistance moment of the composite cross section
       4.3.1 Calculation of the centroid of the steel cross section
       4.3.2 Second moment of area of the steel cross section
       4.3.3 Flexural stiffness of the composite cross section
       4.3.4 Check of the resistance moment of the composite cross section
   4.4 Vertical shear resistance of the composite cross section
   4.5 Calculation of shear connection
   4.6 Check of longitudinal shear resistance of the concrete flange
       4.6.1 Check of transverse reinforcement
       4.6.2 Crushing of the concrete flange
5. Serviceability limit state
   5.1 General
   5.2 Calculation of deflections
       5.2.1 Construction stage deflection
       5.2.2 Composite stage deflection
   5.3 Pre cambering of steel beam
   5.4 Check of vibration of the beam
   5.5 Cracks
   5.6 Stresses at the serviceability limit state
6. Commentary

B5 Calculation of simply supported composite beam according to the plastic resistance of the cross section

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Ultimate limit state
   4.1 Design values of combined actions and of the effects of actions
   4.2 Selection of cross section
   4.3 Effective width of concrete flange
   4.4 Classification of the steel cross section
   4.5 Check of shear connection
   4.6 Plastic resistance moment of the composite cross section
   4.7 Vertical shear resistance of the composite cross section
   4.8 Check of longitudinal shear resistance of the concrete flange
       4.8.1 Check of transverse reinforcement
       4.8.2 Crushing of the concrete flange
5. Serviceability limit state
   5.1 General
   5.2 Calculation of deflections
       5.2.1 Construction stage deflection
       5.2.2 Composite stage deflection
   5.3 Pre cambering of steel beam
   5.4 Check of vibration of the beam
   5.5 Control of crack width
6. Commentary

B6 Calculation of continuous beam over two spans by means of elastic–plastic procedure

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Ultimate limit state
   4.1 Design values of combined actions and of the effects of actions for the construction stage
   4.2 Design values of combined actions and of the effects of actions for the composite stage
   4.3 Check for the construction stage
       4.3.1 Selection of steel cross section
       4.3.2 Classification of the steel cross section
       4.3.3 Plastic resistance moment of the steel cross section
       4.3.4 Shear resistance of the steel cross section
       4.3.5 Interaction of M-V (bending and shear force)
       4.3.6 Lateral torsional buckling of the steel beam
   4.4 Check for the composite stage
       4.4.1 Effective width of the concrete flange
       4.4.2 Classification of the composite cross-section
             4.4.2.1 Cross section at mid-span
             4.4.2.2 Cross section at the internal support
       4.4.3 Check of shear connection
             4.4.3.1 Resistance of the headed stud connectors
             4.4.3.2 Arrangement of the headed studs and the degree of shear connection
       4.4.4 Resistance moment of the composite cross section
             4.4.4.1 Resistance moment at mid span
             4.4.4.2 Resistance moment at the internal support
       4.4.5 Lateral torsional buckling of the composite beam
       4.4.6 Check of longitudinal shear resistance of the concrete flange
             4.4.6.1 Check of transverse reinforcement
             4.4.6.2 Crushing of the concrete flange
5. Serviceability limit state
   5.1 General
   5.2 Calculation of deflections
       5.2.1 Construction stage deflection
       5.2.2 Composite stage deflection
   5.3 Pre-cambering of the steel beam
   5.4 Check of vibration of the beam
   5.5 Control of crack width
       5.5.1 Minimum reinforcement area
       5.5.2 Control of cracking of the concrete due to direct loading
6. Commentary

B7 Calculation of continuous beam over two spans by means of plastic, plastic procedure

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Ultimate limit state
   4.1 Design values of combined actions
   4.2 Selection of steel cross section
   4.3 Effective width of concrete flange
   4.4 Classification of the composite cross section
       4.4.1 Cross section at mid span
       4.4.2 Cross section at the internal support
   4.5 Calculation of effects of actions
   4.6 Check of shear connection
   4.7 Resistance moment of composite section at mid span
   4.8 Vertical shear resistance of the cross section
   4.9 Interaction of M-V (bending and shear force)
   4.10 Lateral torsional buckling of the composite beam
   4.11 Check of longitudinal shear resistance of the concrete flange
        4.11.1 Check of transverse reinforcement
        4.11.2 Crushing of the concrete flange
5. Serviceability limit state
   5.1 General
   5.2 Calculation of deflections
        5.2.1 Construction stage deflection
        5.2.2 Composite stage deflection
   5.3 Pre-cambering of the steel beam
   5.4 Check of vibration of the beam
   5.5 Control of crack width
        5.5.1 Minimum reinforcement area
        5.5.2 Control of cracking of the concrete due to direct loading
6. Commentary

B8 Two span composite beam more detailed explanations of provisions of EN 1994-1-1

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Properties of cracked and uncracked cross-sections
5. Ultimate limit state
   5.1 Design values of the combined actions and of the effects of the actions for the construction stage
   5.2 Design values of the combined actions and of the effects of the actions for the composite stage
   5.3 Check for the construction stage
       5.3.1 Classification of the steel cross section
       5.3.2 Plastic resistance moment of the steel cross section
       5.3.3 Shear resistance of the steel cross section
       5.3.4 Interaction of M-V (bending and shear force)
       5.3.5 Lateral torsional buckling of the steel beam
   5.4 Check for the composite stage
       5.4.1 Effective width of the concrete flange
       5.4.2 Classification of the composite cross section
             5.4.2.1 Cross section at mid span
             5.4.2.2 Cross section at the internal support

       5.4.3 Resistance moment of composite cross section
             5.4.3.1 Resistance moment at mid span
             5.4.3.2 Resistance moment at the internal support
       5.4.4 Check of shear connection ductile headed stud shear connectors
             5.4.4.1 Resistance of headed stud shear connectors
             5.4.4.2 Arrangement of headed stud shear connectors and degree of shear connection
       5.4.5 Check of shear connection non-ductile headed stud shear connectors
       5.4.6 Lateral torsional buckling of the composite beam
             5.4.6.1 Introductory consideration
             5.4.6.2 Calculation of flexural stiffness (EI)2 of composite slab and ks
             5.4.6.3 Calculation of kc
             5.4.6.4 Calculation of Mcr and Mb,Rd
             5.4.6.5 Calculation of Mcr and Mb,Rd for laterally restrained bottom flange
       5.4.7 Lateral torsional buckling of the composite simplified verification
       5.4.8 Check of the longitudinal shear resistance of the concrete flange
             5.4.8.1 Check of the transverse reinforcement
             5.4.8.2 Crushing of the concrete flange
6. Serviceability limit sate
   6.1 General
   6.2 Stress limits
   6.3 Calculation of deflections
       6.3.1 Construction stage deflection
       6.3.2 Composite stage deflection
   6.4 Control of crack width
       6.4.1 Minimum reinforcement area
       6.4.2 Control of cracking of concrete due to direct loading

7. Commentary

C Composite columns

C1 Composite column with concrete filled circular hollow section subject to axial compression and verified using European buckling curves


1. Purpose of example
2. Static system, cross section and design action effects
3. Properties of materials
4. Geometrical properties of the cross section
   4.1 Selection of the steel cross section and reinforcement
   4.2 Cross sectional areas
   4.3 Second moments of area
5. Steel contribution ratio
6. Local buckling
7. Effective modulus of elasticity for concrete

8. Resistance of the cross section to compressive axial force
   8.1 Plastic resistance of the cross section without confinement effect
   8.2 Plastic resistance of the cross section taking into account confinement effect
9. Resistance of the member in axial compression
   9.1 Verification of conditions for using simplified design method
   9.2 Check of resistance of the member in axial compression
10. Commentary

C2 Composite column with concrete filled circular hollow section subject to axial compression, verified using European buckling curves and using second order analysis taking into account member imperfections

1. Purpose of example
2. Static system, cross section and design action effects
3. Properties of materials
4. Geometrical properties of the cross section
   4.1 Selection of the steel cross section and reinforcement
   4.2 Cross sectional areas
   4.3 Second moments of area
   4.4 Plastic section moduli
5. Steel contribution ratio
6. Local buckling
7. Effective modulus of elasticity for concrete
8. Resistance of the cross-section to compressive axial force
   8.1 Plastic resistance of the cross section without confinement effect
   8.2 Plastic resistance of the cross section taking into account the confinement effect
9. Resistance of the member in axial compression using European buckling curves
   9.1 Verification of conditions for using the simplified design method
   9.2 Check of resistance of the member in axial compression
10. Resistance of the member in axial compression using second order analysis, taking into account member imperfections
   10.1 General
   10.2 Verification of conditions for using the simplified design method
   10.3 Resistance of the cross section in combined compression and uniaxial bending
   10.4 Calculation of action effects according to second order analysis
   10.5 Check of the resistance of the member in combined compression and uniaxial bending
11. Commentary

C3 Composite column with concrete filled circular hollow section subject to axial compression and uniaxial bending

1. Purpose of example
2. Static system, cross section and design action effects
3. Properties of materials
4. Geometrical properties of the cross section
   4.1 Selection of the steel cross section and reinforcement
   4.2 Cross sectional areas
   4.3 Second moments of area
   4.4 Plastic section moduli
5. Steel contribution ratio
6. Local buckling
7. Effective modulus of elasticity for concrete
8. Resistance of the cross-section to compressive axial force
   8.1 Plastic resistance of the cross-section without confinement effect
   8.2 Plastic resistance of the cross-section taking into account the confinement effect
9. Verification of conditions for using the simplified design method
10. Resistance of the member in axial compression
11. Resistance of the member in combined compression and uniaxial bending
   11.1 General
   11.2 Resistance of the cross section in combined compression and uniaxial bending
   11.3 Calculation of action effects according to second-order analysis
        11.3.1 General
        11.3.2 Bending moments approximate solution
        11.3.3 Bending moments exact solution
        11.3.4 Shear forces approximate solution
        11.3.5 Shear forces exact solution
   11.4 Check of the resistance of the member in combined compression and uniaxial bending
   11.5 Check of plastic resistance of composite section to transverse shear
12. Check of the load introduction
13. Commentary

C4 Composite column with concrete filled rectangular hollow section subject to axial compression and uniaxial bending

1. Purpose of example
2. Static system, cross section and design action effects
3. Properties of materials
4. Geometrical properties of the cross section
   4.1 Selection of the steel cross section and reinforcement
   4.2 Cross sectional areas
   4.3 Second moments of area
   4.4 Plastic section moduli
5. Steel contribution ratio
6. Local buckling
7. Effective modulus of elasticity for concrete
8. Resistance of the cross-section to compressive axial force
9. Verification of conditions for using the simplified design method
10.Resistance of the member in axial compression
11.Resistance of the member in combined compression and uniaxial bending
   11.1 Resistance of the member about the y-y axis taking into account the equivalent member imperfection e0,z
        11.1.1 General
        11.1.2 Resistance of cross section in combined compression and bending about y-y axis
        11.1.3 Calculation of the effects of actions about the y-y axis
               11.1.3.1 General
               11.1.3.2 Bending moments about the y-y axis
               11.1.3.3 Shear forces parallel to the z-z axis
        11.1.4 Check of the resistance of the member in combined compression and bending about the y-y axis
        11.1.5 Check of the plastic resistance to transverse shear parallel to the z-z axis
   11.2 Resistance of member about the z-z axis taking into account the equivalent member imperfection e0,y
        11.2.1 General
        11.2.2 Resistance of the cross-section in combined compression and bending about the z-z axis
        11.2.3 Calculation of action effects about the y-y axis
        11.2.4 Calculation of action effects about the z-z axis
               11.2.4.1 General
               11.2.4.2 Bending moments about the z-z axis
               11.2.4.3 Shear forces parallel to the y-y axis
        11.2.5 Check of the resistance of the member in combined compression and bending about the z-z axis
        11.2.6 Check of the plastic resistance to transverse shear parallel to the y-y axis
12. Commentary

C5 Composite column with partially concrete encased H-section subject to axial compression and uniaxial bending

1. Purpose of example
2. Static system, cross section and design action effects
3. Properties of materials
4. Geometrical properties of the cross section
   4.1 Selection of the steel cross section and reinforcement
   4.2 Cross sectional areas
   4.3 Second moments of area
   4.4 Plastic section moduli
5. Steel contribution ratio
6. Local buckling
7. Effective modulus of elasticity for concrete
8. Resistance of the cross section to compressive axial force
9. Verification of the conditions for using simplified design method
10.Resistance of the member in axial compression
11.Resistance of the member in combined compression and uniaxial bending
   11.1 Resistance of the member about the y-y axis taking into account the equivalent member imperfection e0,z
        11.1.1 General
        11.1.2 Resistance of the cross section in combined compression and bending about the y-y axi
               11.1.2.1 General
               11.1.2.2 Interaction curve
               11.1.2.3 Interaction polygon

        11.1.3 Calculation of the effects of actions about the y-y axis
               11.1.3.1 General
               11.1.3.2 Bending moments about the y-y axis
               11.1.3.3 Shear forces parallel to the z-z axis
        11.1.4 Check of the resistance of the member in combined compression and bending about the y-y axis
        11.1.5 Check of the plastic resistance to transverse shear parallel to the z-z axis
    11.2 Resistance of the member about the z-z axis taking into account the equivalent member imperfection e0,y
        11.2.1 General
        11.2.2 Resistance of the cross section in combined compression and bending about the z-z axis
                11.2.2.1 General
                11.2.2.2 Interaction curve
                11.2.2.3 Interaction polygon
        11.2.3 Calculation of the action effects about the y-y axis
        11.2.4 Calculation of the action effects about the z-z axis
                11.2.4.1 General
                11.2.4.2 Bending moments about the z-z axis
                11.2.4.3 Shear forces parallel to the y-y axis
        11.2.5 Check of the resistance of the member in combined compression and bending about the z-z axis
        11.2.6 Check of the plastic resistance to transverse shear parallel to the y-y axis
12.Check of the longitudinal shear outside the area of load introduction
13.Check of the load introduction
   13.1 Load introduction for combined compression and bending
   13.2 Calculation of the stud resistance
   13.3 Calculation of the shear forces on the studs based on elastic theory
   13.4 Calculation of the shear forces on the studs based on plastic theory
14.Commentary

C6 Composite column with fully concrete encased H-section subject to axial compression and biaxial bending

1. Purpose of example
2. Static system, cross section and design action effects
3. Properties of materials
4. Geometrical properties of the cross section
   4.1 Selection of the steel cross section and reinforcement
   4.2 Cross sectional areas
   4.3 Second moments of area
   4.4 Plastic section moduli
5. Steel contribution ratio
6. Local buckling
7. Effective modulus of elasticity for concrete
8. Resistance of the cross-section to compressive axial force
9. Verification of the conditions for using the simplified design method
10.Resistance of the member in axial compression
11.Resistance of the member in combined compression and uniaxial bending
   11.1 Resistance of the member about the y-y axis taking into account the equivalent member imperfection e0,z
        11.1.1 General
        11.1.2 Resistance of the cross section in combined compression and bending about the y-y axis
        11.1.3 Calculation of the effects of actions about the y-y axis
               11.1.3.1 General
               11.1.3.2 Bending moments about the y-y axis
               11.1.3.3 Shear forces parallel to the z-z axis
        11.1.4 Check of the resistance of the member in combined compression and bending about the y-y axis
        11.1.5 Check of the plastic resistance to transverse shear parallel to the z-z axis
   11.2 Resistance of the member about the z-z axis taking into account the equivalent member imperfection e0,y
        11.2.1 General
        11.2.2 Resistance of the cross-section in combined compression and bending about the z-z axis
        11.2.3 Calculation of the action effects about the z-z axis
               11.2.3.1 General
               11.2.3.2 Bending moments about the z-z axis
               11.2.3.3 Shear forces parallel to the y-y axis
        11.2.4 Check of the resistance of the member in combined compression and bending about the z-z axis
        11.2.5 Check of the plastic resistance to transverse shear parallel to the y-y axis
12. Resistance of the member in combined compression and biaxial bending
   12.1 General
   12.2 Failure about the y-y axis is assumed
        12.2.2 Calculation of the action effects about the y-y axis
        12.2.3 Calculation of the action effects about the z-z axis
        12.2.4 Check of the resistance of the member in combined compression and biaxial bending
   12.3 Failure about the z-z axis is assumed
        12.3.1 General
        12.3.2 Calculation of the action effects about the y-y axis
        12.3.3 Calculation of the action effects about the z-z axis
        12.3.4 Check of the resistance of the member in combined compression and biaxial bending
13. Commentary

D Composite slabs

D1 Two span composite slab unpropped at the construction stage


1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Structural details of composite slab
   4.1 Slab thickness and reinforcement
   4.2 Largest nominal aggregate size
   4.3 Minimum value for nominal thickness of steel sheet
   4.4 Composite slab bearing requirements
5. Ultimate limit state
   5.1 Construction stage
   5.2 Composite stage
       5.2.1 Plastic resistance moment in sagging region
       5.2.2 Longitudinal shear resistance
       5.2.3 Check for vertical shear resistance
6. Serviceability limit state
   6.1 Control of cracking of concrete
   6.2 Limit of span/depth ratio of slab
   6.3 Calculation of deflections
       6.3.1 Construction stage deflection
       6.3.2 Composite stage deflection
7. Commentary

D2 Three span composite slab propped at the construction stage

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Structural details of composite slab
   4.1 Slab thickness and reinforcement
   4.2 Largest nominal aggregate size
   4.3 Minimum value for nominal thickness of steel sheet
   4.4 Composite slab bearing requirements
5. Ultimate limit state
   5.1 Construction stage
   5.2 Composite stage
       5.2.1 Plastic resistance moment in sagging region
       5.2.2 Longitudinal shear resistance
       5.2.3 Check for vertical shear resistance
6. Serivceability limit state
   6.1 Control of cracking of concrete
   6.2 Limit of span/depth ratio of slab
   6.3 Calculation of deflections
       6.3.1 Construction stage deflection
       6.3.2 Composite stage deflection
7. Commentary

D3 Three span composite slab propped at the construction stage end anchorage and additional reinforcement

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Structural details of composite slab
   4.1 Slab thickness and reinforcement
   4.2 Largest nominal aggregate size
   4.3 Minimum value for nominal thickness of steel sheet
   4.4 Composite slab bearing requirements
5. Ultimate limit state
   5.1 Construction stage
   5.2 Composite stage
       5.2.1 Plastic resistance moment in sagging region
       5.2.2 Longitudinal shear resistance
             5.2.2.1 Longitudinal shear resistance without end anchorage
             5.2.2.2 Longitudinal shear resistance with end anchorage
             5.2.2.3 Longitudinal shear resistance with additional reinforcement
       5.2.3 Check for vertical shear resistance
   5.3 Composite stage alternatively, the composite slab is designed as continuous
       5.3.1 Plastic resistance moment in hogging region
       5.3.2 Longitudinal shear resistance
       5.3.3 Check for vertical shear resistance
6. Serviceability limit state
   6.1 Control of cracking of concrete
   6.2 Limit of span/depth ratio of slab
   6.3 Calculation of deflections
       6.3.1 Construction stage deflection
       6.3.2 Composite stage deflection
7. Commentary

D4 Two span composite slab unpropped at the construction stage commentaries on EN 1994-1-1

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Structural details of composite slab
   4.1 Slab thickness and reinforcement
   4.2 Largest nominal aggregate size
   4.3 Minimum value for nominal thickness of steel sheet
   4.4 Composite slab bearing requirements
5. Ultimate limit state
   5.1 Construction stage
   5.2 Composite stage
       5.2.1 Plastic resistance moment in sagging region
       5.2.2 Longitudinal shear resistance
             5.2.2.1 Longitudinal shear resistance m-k method
             5.2.2.2 Longitudinal shear resistance partial connection method
       5.2.3 Check for vertical shear resistance
6. Serviceability limit state
   6.1 Control of cracking of concrete
   6.2 Limit of span/depth ratio of slab
   6.3 Calculation of deflections
       6.3.1 Construction stage deflection
       6.3.2 Composite stage deflection
7. Commentary

D5 Hoesch Additive Floor

1. Purpose of example
2. Generally about the Hoesch Additive Floor system
3. Structural system and cross section
4. Properties of materials
5. Selection of effective span length without supporting atthe construction stage
6. Ultimate limit state
   6.1 Calculation at the construction stage
       6.1.1 Loads
       6.1.2 Action effects
       6.1.3 Design value of resistance moment
       6.1.4 Shear resistance
       6.1.5 Design of nail
   6.2 Calculation for final stage
       6.2.1 Loads
       6.2.2 Action effects
       6.2.3 Resistance moment
       6.2.4 Shear resistance
       6.2.5 Verification of anchor of rib reinforcement due to bending moment
7. Serviceability limit state
   7.1 Cracking of concrete
       7.1.1 General
       7.1.2 Design for bending restraint
       7.1.3 Design for predominantly tensile restraint
   7.2 Deflections
8. Commentary

E Fatigue

E1 Fatigue verification for composite highway bridge


1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Global analysis
5. Fatigue assessment
   5.1 Assessment of structural steel details
       5.1.1 General
       5.1.2 Design stress ranges cross-section 1-1
       5.1.3 Design stress ranges cross-section 2-2
       5.1.4 Design stress ranges cross section 3-3
   5.2 Assessment of reinforcing steel
   5.3 Assessment of shear connection
       5.3.1 General
       5.3.2 Design shear stress cross section 1-1
       5.3.3 Design shear stress range cross-section 2-2
       5.3.4 Design shear stress range cross-section 3-3
       5.3.5 Design shear stress cross section 4-4
6. Commentary

E2 Fatigue assessment for a composite beam of a floor structure

1. Purpose of example
2. Static system, cross section and actions
3. Properties of materials
4. Properties of the IPE 450 cross section
5. Effective widths of concrete flange
6. Classification of composite cross section
7. Flexural properties of elastic cross section
8. Global analysis
   8.1 Introductory considerations
   8.2 Calculation of bending moment at support B
9. Fatigue assessment
   9.1 General
   9.2 Verification for reinforcement at cross section B
   9.3 Verification for shear connection near point D
10. Commentary

F Types of composite joints

F1 Beam to beam joints

F2 Beam to column joints

Literature

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